ZONING CASE

Z ‐ 5 ‐ 2026

SITE BACKGROUND

Applicant

The Revive Land Group, LLC

Phone

Contact Zoning Office

Email

Contact Zoning Office

Representative Contact

J. Kevin Moore

Phone

Contact Zoning Office

Email

Contact Zoning Office

Titleholder

Estate of Lucille Garrett a/k/a Leathy Lucille Garrett a/k/a Leathy Lucille Price Garrett and William D. Brown

Property Location

Located on the east and west sides of Ernest Barrett Parkway and

the western terminus of Old Horseshoe Bend Road

Address

None assigned

Access to Property

Ernest Barrett Parkway and Old Horseshoe Bend Road

QUICK FACTS

Commission District

4 ‐ Sheffield

Current Zoning

R ‐ 20

Current Use of Property

Vacant

Proposed Zoning

RA ‐ 5

Proposed Use

Single‐family community

Future Land Use

MDR

Site Acreage

10.17

District

19

Land Lot

691

Parcel #

19069100010, 19069100070

Taxes Paid

Yes

FINAL ZONING STAFF RECOMMENDATIONS

Click here to enter text.

Community Development – Zoning Division

John Pederson – Division Manager

Z-5 2026 Map

Z-52026AerialMap

Application No. 2

Hearing Dates:PC - 02/03/2026

BOC-02/17/2026

Summary of Intent for Rezoning

Part 1.Residential Rezoning Information (attach additional information if needed)

Proposed unit square-footage(s): Minimum 1,600 square feet and greater

Proposed building architecture: Traditional/Craftsman - Fronts of brick, stone, shake,

board andbatten,cementitiouslapsiding

  1. List all requested variances:

Seeattached ListingofVariances

Part 2.Non-residential RezoningInformation (attach additional information if needed)

  1. Proposed use(s):

Not Applicable.

  1. Proposedbuilding architecture:

Not Applicable.

  1. Proposed hours/days of operation:

Not Applicable.

  1. List all requested variances:

Part 3.OtherPertinentInformation (Listor attach additional information if needed)

Part 4. Is any of the property included on the proposed site plan owned by the Local, State, or Federal Government? (PleaselistallRight-of-Ways,Governmentownedlots,County ownedparcelsand/orremnants,etc.,andattach a plat clearly showing where these properties are located).

Yes.Portionsof twoCobbCounty

rights-of-way are proposed for abandonment, as shown on submitted Site Plan.

*Applicant specifically reserves the right to amend any information set forth in thisSummary of Intent for Rezoning,or any portionof theApplicationforRezoningor documentation attached thereto,at any time during therezoningprocess.

ATTACHMENT TOSUMMARY OFINTENT FOR REZONING

Application No.:

Hearing Dates:

Z(2026)

February 3, 2026

February 17, 2026

Applicant:

The Revive Land Group, LLC

Titleholder:

EstateofLucilleGarrett (a/k/a Leathy Lucille Garrett;

a/k/a Leathy Lucille Price Garrett)

Tax Parcel Identification No.:

19069100010

Part 1.Residential Rezoning Information

CobbCountyDevelopmentStandardsSec402.7.1

  1. A minimum 50 feet straight line distance is required between residential driveways. Request a minimum 12 feet straight line distance between residential driveways; and
  2. xi) A minimum 50 feet straight line distance is required between the intersection radius and the edge of residential driveway aprons. Request a minimum 2 feet straight line distance between the intersection radius and the edge of the residential driveway apron.

TRAFFIC IMPACT STUDY

FOR PROPOSED SOMERSET AT MACEDONIA RESIDENTIAL

DEVELOPMENT ON ERNEST W BARRETT PARKWAY

COBB COUNTY, GEORGIA

Prepared for:

The Revive Land Group 3500LenoxRoad,Suite625 Atlanta,GA 30326

Prepared By:

A&R Engineering Inc.

2160 Kingston Court, Suite O Marietta,GA 30067 Tel: (770) 690-9255Fax:(770) 690-9210 www.areng.com

November17,2025 A&RProject#25-196

TABLE OF CONTENTS

ItemPage
1.0Introduction ... ...1
2.0Existing Facilities / Conditions ..3
2.1Roadway Facilities .... 3
2.1.1ErnestWBarrettParkway. 3
2.1.2Macedonia Road. 3
3.0Study Methodology .... .4
3.1Unsignalized Intersections.. 4
3.2Signalized Intersections.. 5
4.0Existing 2025 Traffic Analysis.
4.1Existing Traffic Volumes.... 6
4.2Existing Traffic Operations. 9
5.0Proposed Development.. .10
5.1Trip Generation.. 12
5.2Trip Distribution.. .12
6.0Future2027TrafficAnalysis .14
6.1Future“No-Build"Conditions.. 14
6.1.1Annual TrafficGrowth .14
6.2Future“Build"Conditions.. .14
6.3AuxiliaryLaneAnalysis... .17
6.3.1Deceleration Turn Lane Analysis .17
6.4FutureTrafficOperations... 18
6.5System Improvements.. .19
7.0Conclusions and Recommendations.... ...21
7.1RecommendationforSite Access Configuration
21
Appendix

LIST OF TABLES

ItemPage
Table 1 - Level of service Criteria for Unsignalized Intersections ..4
Table 2 - Level of service Criteria for Signalized Intersections...
Table 3 - Existing Intersection Operations ....9
Table 4-Trip Generation....12
Table5-FutureIntersectionOperations....18
Table6-FutureIntersection95thPercentileQueues.19
LIST OF FIGURES ItemPage
Figure 1 -- Location Map....2
Figure 2 - Existing Weekday Peak Hour Volumes...
Figure 3 - Existing Traffic Control and Lane Geometry
Figure 4-Site Plan...11
Figure 5 -Trip Distribution and Site Generated Peak Hour Volumes.13
Figure 6-Future (No-Build) Peak Hour Volumes.....15
Figure 7 - Future (Build) Peak Hour Volumes..16
Figure 8-Future Traffic Control and Lane Geometry.20

1.O INTRODUCTION

The purpose of this study is to determine the traffic impact from the proposed Somerset at Macedonia residential development that will be located on the east side of Ernest W Barrett Parkway about 3,000 feet north of Macedonia Road in Cobb County. The traffic analysis includes evaluation of the current operations as well as future conditions including traffic generated by the proposed development. The development will consist of 43 single-family detached houses and proposes one right-in/right-out drivewayonErnestWBarrettParkway.

The AM and PM peak hours have been analyzed in this study. In addition to the site access point, this study includes the evaluation of traffic operations at the intersections of:

Recommendations to improve traffic operations have been identified as appropriate and are discussed in detail in the following sections of the report. The location of the development and the surrounding roadwaynetwork areshowninFigure1.

2.O EXiSTING FACIlITIES / CONDITIONS

2.1 Roadway Facilities

The following is a brief description of each of the roadway facilities located in proximity to the site:

2.1.1ErnestWBarrettParkway

Ernest W Barrett Parkway is a north-south, four-lane, median divided roadway with a posted speed limit of 45 mph in the vicinity of the site. Georgia Department of Transportation (GDoT) traffic counts (Station ID: 067-0657) indicate that the daily traffic volume on Ernest W Barrett Parkway in 2024 was 21,500 vehicles per day northwest of Macedonia Road. Cobb County DoT classifies Ernest W Barrett Parkway as an arterial roadway.

2.1.2MacedoniaRoad

Macedonia Road is an east-west, two-lane, undivided roadway with a two way left turn lane and posted speed limit of 35 mph in the vicinity of the site. Georgia Department of Transportation (GDOT) traffic counts(Station ID:067-8836) indicate that the daily traffic volume on Macedonia Road in 2024 was majorcollectorroadway.

3.o Study methodoloGy

In this study, the methodology used for evaluating traffic operations at each of the subject intersections s s edition (HCM 6). Synchro software, which utilizes the HCM methodology, was used for the analysis. The following is a description of the methodology employed for the analysis of unsignalized and signalized intersections.

3.1 Unsignalized Intersections

For unsignalized intersections controlled by a stop sign on minor streets, the level of service (Los) for motor vehicles with controlled movements is determined by the computed control delay according to the thresholds stated in Table 1 below. Los is determined for each minor street movement (or shared movement), as well as major street left turns. Los is not defined for the intersection as a whole or for major street approaches. The Los of any controlled movement which experiences a volume to capacity ratio greater than 1 is designated as"F" regardless of the control delay.

Control delay for unsignalized intersections includes initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay.Several factors affect the control delay for unsignalized intersections, such as the availability and distribution of gaps in the conflicting traffic stream, critical gaps, and follow-up time for a vehicle in the queue.

Level of service is assigned a letter designation from "A" through "F". Level of service "A" indicates excellent operations with little delay to motorists, while level of service "F" exists when there are insufficient gaps of acceptable size to allow vehicles on the side street to cross the main road without experiencinglongdelays.

TABLE 1 - LEVEL OF SERVICE CRITERIA FOR UNSIGNALIZED INTERSECTIONS
ControlDelay(sec/vehicle)LOS by Volume-to-Capacity Ratio*
v/c ≤ 1.0v/c > 1.0
≤10AF
> 10 and ≤ 15BF
> 15 and ≤25CF
> 25 and ≤ 35DF
> 35 and ≤ 50EF
>50FF

*The LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-street approachesorfortheintersection.

Source:HighwayCapacityManual,6thedition,Exhibit20-2LOSCriteria:MotorizedVehicleMode

3.2 Signalized Intersections

According to HCM procedures, LOS can be calculated for the entire intersection, each intersection approach, and each lane group. HCM uses control delay alone to characterize Los for the entire intersection or an approach. Control delay per vehicle is composed of initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Both control delay and volume-to-capacity ratio are used to characterize Los for a lane group. A volume-to-capacity ratio of greater than 1.0 for a regardlessof the amountofcontrol delay.

Table2belowsummarizestheLoScriteriafromHCMformotorizedvehiclesatsignalizedintersection.
TABLE 2 - LEVEL OF SERVICE CrITERIA FOR SIGNALIZED INTERSECTIONS
Control Delay (sec/vehicle) *Los for Lane Group byVolume-to-Capacity Ratio*
v/c ≤1.0v/c > 1.0
10AF
> 10 and ≤ 20BF
>20 and≤35CF
> 35 and ≤ 55DF
> 55 and ≤ 80EF
> 80FF

*For approach-based and intersectionwideassessments,Losis defined solely by control delay

Source:Highway Capacity Manual, 6th edition,Exhibit 19-8 LOSCriteria:MotorizedVehicle Mode

LOS A is typically assigned when the volume-to-capacity (v/c) ratio is low and either progression is exceptionally favourable, or the cycle length is very short. Los B is typically assigned when the v/c ratio is low and either progression is highly favorable, or the cycle length is short. However, more vehicles are stopped than with LoS A. LOS C is typically assigned when progression is favorable, or the cycle length is moderate.Individual cycle failures (one or more queued vehicles are not able to depart because of the intersection without stopping, but the number of vehicles stopping is significant. Los D is typically assigned when the v/c ratio is high and either progression is ineffective, or the cycle length is long. There are many vehicle-stops and individual cycle failures are noticeable. Los E is typically assigned when the v/c ratio is high, progression is very poor, the cycle length is long, and individual cycle failures are length is long, and mostcycles fail to clear the queue.

4.0 EXISTING 2025 TRAFFIC ANALYSIS

4.1 Existing Traffic Volumes

Existing traffic countswere obtained at thefollowing study intersections:

Turning movement counts were collected on Wednesday, October 22,2025. All turning movement countswererecordedduringtheAMandPMpeakhoursbetween7:00amto9:00amand4:00pmto 6:00pm, respectively. The four consecutive 15-minute interval volumes that summed to produce the highest volume at the intersections were then determined. These volumes make up the peak hour traffic volumes for the intersections and are shown in Figure 2. The existing traffic control and lane geometry for the intersections are shown in Figure 3.

EXISTINGWEEKDAYPEAK-HOURVOLUMES

FIGURE 2

A&R Engineering Inc.

LEGEND

A&R Engineering Inc.

Figure 3 - Existing Traffic Control and Lane Geometry

4.2 Existing Traffic Operations

Existing 2025 traffic operations were analyzed at the study intersections in accordance with the HCM methodology. The results of the analyses are shown in Table 3.

TaBLe 3 - ExISTing INTerSECTION OpErATIONS
LOS (Delay)
IntersectionAMPeakHourPM Peak Hour
ErnestWBarrettParkway@MacedoniaRoadC(23.0)C (21.0)
-Eastbound ApproachD (54.9)E (74.4)
-Northbound ApproachA (8.8)B (15.2)
-SouthboundApproachB (16.6)B (16.0)
ErnestWBarrettParkway@MedianBreak
-Northbound U-TurnA (0.0)A (0.0)
-Southbound U-TurnA (0.0)A (0.0)

The results of the existing traffic operations analysis indicate that the signalized study intersection is operating at an overall level of service "B" in both the AM and PM peak hours.

5.O PROPOSED DEVELOPMENT

The proposed development is the Somerset at Macedonia residential development that will be located on the east side of Ernest W Barrett Parkway about 3,0o0 feet north of Macedonia Road in Cobb County. The development will consist of 43 single-family detached houses and proposes one right-in/right-out drivewayonErnestWBarrettParkway.

A siteplan is shown in Figure 4.

5.1 Trip Generation

Trip generation estimates for the project were based on the rates and equations published in the 12th edition of the Institute of Transportation Engineers (ITE) Trip Generation Manual. This reference containstrafficvolumecountdatacollectedatsimilarfacilitiesnationwide.Thetripgenerationwas based on the following ITE Land Use category: 210- Single-Family Detached Housing. The calculated trip generation volumesfor the proposed development are shown in Table 4.

TaBLe 4 - TrIP GENErATIon FOr PrOPoSed DeVElOPmenT
Land UseSizeAM Peak HourPM Peak Hour24Hour
EnterExitTotalEnterExitTotal2-way
ITE210-Single-FamilyDetached Housing43Units92534271744612

5.2Trip Distribution

The trip distribution describes how traffic arrives and departs from the site. An overall trip distribution was developed for the site based on a review of the existing travel patterns in the area and the locations of major roadways and highways that will serve the development. The site-generated peak hour traffic volumes, shown in Table 4, were assigned to the study area intersections based on this distribution. The outer-leg distribution and AM and PM peak hour traffic volumes generated by the site are shown in Figure 5.

TRIPDISTRIBUTIONANDNEWSITE-GENERATED

FIGURE5

6.0 FUTURE 2027 TRAFFIC ANALYSIS

The future 2027 traffic operations are analyzed for the“Build" and “No-Build" conditions.

6.1 Future "No-Build" Conditions

The "No-Build" (or background) conditions provide an assessment of how traffic will operate in the study horizon year without the study site being developed as proposed, with projected increases in through traffic volumes due to normal annual growth. The Future "No-Build" volumes consist of the existing traffic volumes (Figure 2) plus increases for annual growth of through traffic.

6.1.1Annual Traffic Growth

In order to evaluate future traffic operations in this area, a projection of normal traffic growth was applied to the existing volumes. The Georgia Department of Transportation recorded average daily traffic volumes at several locations in the vicinity of the site. Reviewing the growth over the last three (2022-2024) years revealed growth of approximately 1% in the area. This growth factor was applied to the existing traffic volumes between collector and arterial roadways to estimate the future year traffic volumes prior to the addition of site-generated traffic. The resulting future"No-Build"volumes on the roadway are shown in Figure 6.

6.2 Future"Build"Conditions

The "Build" or development conditions include the estimated background traffic from the "No-Build" conditions plus the added traffic from the proposed development. To evaluate future traffic operations in this area, the additional traffic volumes from the site (Figure 5) were added to base traffic volumes (Figure 6) to calculate the future traffic volumes after the construction of the development. These total future"Build"trafficvolumesareshowninFigure7.

FUTURE(NO-BUILD)WEEKDAYPEAKHOURVOLUMES

FIGURE6

A&R Engineering Inc.

FUTURE(BUILD)WEEKDAYPEAKHOURVOLUMES

FIGURE7

A&R Engineering Inc.

6.3Auxiliary Lane Analysis

Included below is the analysis for a right turn lane for the site driveway (per Cobb County Standards). The analyses below are based off the trip distribution included in Section 5.2. According to the trip distribution, the 24-hour two-way volume for traffic entering and exiting the site are 612 vehicles.

6.3.1DecelerationTurnLaneAnalysis

s e s a n roadway and is included in Cobb County's Major Thoroughfare Plan, a right turn lane is required at site driveway.

6.4 Future Traffic Operations

The future "No-Build" and "Build" traffic operations were analysed using the volumes in Figures 6 and 7, respectively. The results of the future traffic operations analysis are shown below in Table 5. Recommendations on traffic control and lane geometry are shown in Figure 8.

TABLE 5 - FUTURE INTERSECTION OPERATIONS
IntersectionNO BUILDBUILD
AM PeakPM PeakAMPeakPM Peak
ErnestWBarrettParkway@MacedoniaRoadC(23.2)C(22.4)C(23.3)C(22.7)
-EastboundApproachD (54.2)E (74.6)D (54.3)E (74.8)
-Northbound ApproachA (9.2)B (16.5)A (9.2)B (16.8)
-Southbound ApproachB (17.3)B (17.9)B (17.5)B (18.5)
ErnestWBarrettParkway@MedianBreakA (0.0)A (0.0)A (0.0)A (0.0)
-Northbound U-Turn -Southbound U-TurnA (0.0)A (0.0)A (0.0)A (0.0)
ErnestWBarrettParkway@SiteDriveway (Right In/Right Out) -Westbound ApproachB (11.7)C (15.4)

The results of the future "No-Build" and "Build" traffic operations analysis indicate that the unsignalized study intersections will continue to operate at a level of service "C" or better in both the AM and PM peak hours. The signalized study intersection will be operating at a level of service "C" or better in both theAMandPMpeakhour.

Table 6 below includes 95th percentile SimTraffic queue lengths at the study intersections. SimTraffic results of the "No Build" and "Build" have been used since the microsimulation more accurately modelled a multi-lane turn lane scenario than Synchro (macrosimulation).

TABLE 6 - FUTURE INTERSECTION 95TH PERCENTILE QUEUES
Available StorageQueue Length in feet
IntersectionNO-BUILDBUILD
AMPeakPM PeakAM PeakPM Peak
ErnestWBarrettParkway@Macedonia Road
-EastboundLeft/Right460'2279422997
-Eastbound Right76737673
-Northbound Left305'7745478464
-Northbound Through172183174190
-Southbound U-Turn190'716
-Southbound Through411504419511
-SouthboundThrough/Right411504419511
ErnestWBarrettParkway@Median Break
2-Northbound U-Turn145'4233532
-SouthboundU-Turn155'116125

The storage lengths are all adequate to accommodate projected queues other than the northbound left approach at the intersection of Ernest W Barrett Parkway and Macedonia Road during the PM peak hour.

6.5 System Improvements

The "No-Build" scenario shows a significant amount of northbound left turning volume at Ernest W Barrett Parkway and Macedonia Road during the PM peak hour. The expected 95th percentile queue during this time is also longer than the available storage for this movement.It is recommended to consider a dual left turn lane whenever the left turn volume is greater than 300 vehicles during the peak hour. The PM peak hour volume for northbound left turning vehicles at this intersection is 512.

A&R Engineering Inc.

7.O CONCluSIONS And RECOMmendATIONS

Trafficimpactswere evaluated for the proposed Somerset at Macedonia residential development that willbe located on the east side of Ernest W Barrett Parkway in Cobb County. The development will consist of 43 single-family detached houses and proposes one right-in/right-out driveway on Ernest W Barrett Parkway.

Existing and future operations after completion of the project were analyzed at the intersections of:

The analysis included the evaluation of future operations for"No-Build" and "Build" conditions, with the development. The results of the future ""No-Build" and "Build" traffic operations analysis indicate that the unsignalized study intersections will continue to operate at a level of service "C" in both the AM and PM peak hours. The results of the future "No-Build" and "Build" traffic operations analysis also indicate that the signalized study intersections will continue to operate at a level of service "C" in both the AM and PM peak hours.The impact of the proposed site's traffic on the traffic operations in the study network is minimal.

7.1 Recommendation for Site Access Configuration

The following access configuration is recommended for the proposed site driveway intersection.

ExistingIntersectionTrafficCounts..
Linear Regression of Daily Traffic...
ExistingIntersectionAnalysis.
Future “No-Build" Intersection Analysis
Future “Build" Intersection Analysis...
TrafficVolumeWorksheets...

Appendix

ExistingIntersectionTrafficCounts..

Linear Regression of Daily Traffic...

ExistingIntersectionAnalysis.

Future “No-Build" Intersection Analysis

Future “Build" Intersection Analysis...

TrafficVolumeWorksheets...

EXISTING INTERSECTION TRAFFIC COUNTS

A & R Engineering, Inc.

2160 Kingston Court Suite '0' Marietta, GA 30067

TMC Data File Name:20250374 Ernest W Barrett Pkwy @ Median Opening SiteCode:20250374 North of Macedonia Road Start Date:10-22-2025 7-9 am | 4-6 pm Page No :1

GroupsPrinted-Cars,Buses&Trucks ErnestWBarrettPkwy ErnestWBarrettPkwy Northbound Southbound Eastbound Westbound StartTime Left Thru Right U-Tum App.Total Left Thru Right U-Tum App Tolal Left Thru Right App. Tolal Left Thru Right App. Total Int Total 07:00AM 0 191 0 0 191 0 208 0 2 210 0 0 0 0 0 0 0 0 401 07:15AM 0 209 0 0 209 0 258 0 0 258 0 0 0 0 0 0 0 0 467 07:30AM 0 204 0 0 204 0 265 0 0 265 0 0 0 0 0 0 0 0 469 07:45AM 183 0 1 184 0 233 0 1 234 0 0 0 0 0 0 0 0 418 0 Total 0 787 0 1 788 0 964 0 3 967 0 0 0 0 0 0 0 0 1755 08:00AM 0 169 0 1 170 0 228 0 1 229 0 0 0 0 0 0 0 0 399 08:15AM 0 168 0 2 170 0 232 0 0 232 0 0 0 0 0 0 0 0 402 08:30AM 0 147 0 1 148 0 221 0 2 223 0 0 0 0 0 0 0 0 371 08:45AM 0 172 0 0 172 0 263 0 0 263 0 0 0 0 0 0 0 0 435 Total 0 656 0 4 660 0 944 0 3 947 0 0 0 0 0 0 0 0 1607 ***BREAK*** 04:00PM 0 308 0 2 310 0 232 0 0 232 0 0 0 0 0 0 0 0 542 04:15PM 0 321 0 3 324 0 216 0 0 216 0 0 0 0 0 0 0 0 540 04:30PM 0 323 0 2 325 0 230 0 0 230 0 0 0 0 0 0 0 0 555 04:45PM 0 354 0 3 357 0 248 0 1 249 0 0 0 0 0 0 0 0 606 Total 0 1306 0 10 1316 0 926 0 1 927 0 0 0 0 0 0 0 0 2243 05:00PM 0 307 0 2 309 0 257 0 0 257 0 0 0 0 0 0 0 0 566 05:15PM 0 290 0 2 292 0 222 0 1 223 0 0 0 0 0 0 0 0 515 05:30PM 0 291 0 2 293 0 267 0 2 269 0 0 0 0 0 0 0 0 562 05:45PM 0 280 0 2 282 0 240 0 1 241 0 0 0 0 0 0 0 0 523 Total 0 1168 0 8 1176 0 986 0 4 066 0 0 0 0 0 0 0 0 2166 GrandTotal 0 3917 0 23 3940 0 3820 0 11 3831 0 0 0 0 0 0 0 0 7771 Apprch % 0 99.4 0 0.6 0 99.7 0 0.3 0 0 0 0 0 0 Total % 0 50.4 0 0.3 50.7 0 49.2 0 0.1 49.3 0 0 0 0 0 0 0 0

A & R Engineering, Inc.

2160 Kingston Court Suite 'O' Marietta, GA 30067

TMC Data Ernest W Barrett Pkwy @ Median Opening NorthofMacedoniaRoad

7-9 am | 4-6 pm

File Name :20250374

Site Code :20250374

Start Date : 10-22-2025

Page No :2

ErnestWBarrettPkwy NorthboundErnestWBarrettPkwy SouthboundEastboundWestbound
StartTimeLeftThruRightU-TumAppTolalLeftThruRightU-TumApp TotalLeftThruRightApp.TotalLeftThruRight
PeakHourAnalysisFrom07:00AMto08:45AM-Peak1of1
PeakHourforEntireIntersectionB Begins at07:00AM
07:00AM01910019102080221000000000401
07:15AM02090020902580025800000000467
07:30 AM02040020402650026500000000469
07:45AM01830118402330123400000000418
Total Volume078701788096403967000000001755
%99.900.1099.700.3000000
PHF000941.000.250943000.909.000375.912.000000.000.000.000.000.000.000.936

StartTime

A & R Engineering, Inc.

2160 Kingston Court Suite 'O' Marietta, GA 30067

TMC Data File Name:20250374 Ernest W Barrett Pkwy @ Median Opening Site Code:20250374 North of Macedonia Road Start Date :10-22-2025 7-9 am | 4-6 pm Page No :3

ErnestWBarrettPkwy

Southbound

ErnestWBarrettPkwy

Northbound

Left

RightU-Tum

App.Total

LeftThruRight

U-TumAppTotal

Thru

PeakHourAnalysisFrom04:00PMto05:45PM-Peak1of1

PeakHourforEntireIntersectionBeginsat04:15PM

04:15 PM

04:30PM

04:45PM

05:00PM

Total Volume

PHF

0

0

0

0

0

0

.000

321

354

323

307

1305

99.2

0

0

0

0

0

0

000

216

248

230

257

951

99.9

.925

0

0

0

0

0

0

.000

216

0

0

1

230

0

1

0.1

250

249

952

257

.926

LeftThruRightAop.Total

Eastbound

Left

0

0

0

0

0

0

0

0

0

0

0

0

.000

0

0

0

0

.000

0

0

0

0

.000

0

0

0

.000

0

0

0

0

0

0

.000

Westbound

ThruF

RightAp Tolal

0

0

0

0

0

0

.000

Int.Total

0

0

0

540

0

0

0

0

0

.000

.922

0

0

0

0

0

0

.000

2

3

3

2

10

0.8

833

324

357

325

309

1315

.921

0

0

0

.000

606

555

566

2267

.935

A & R Engineering, Inc.

2160 Kingston Court Suite '0' Marietta, GA 30067

TMC Data FileName:20250375 Ernest W Barrett Pkwy @ Macedonia Road SiteCode:20250375 7-9 am | 4-6 pm Start Date:10-22-2025 Page No :1

GroupsPrinted-Cars,Buses&Trucks ErnestWBarrettPkwy ErnestWBarrettPkwy MacedoniaRoad Northbound Southbound Eastbound Westbound Start Time Left Thru Right App Tolal Left Thru Right App. Total Left Thru Right AppTotal Left Thru Right App Tolal Int. Total 07:00AM 12 165 0 177 0 196 12 208 26 0 151 177 0 0 0 0 562 07:15 AM 34 195 0 229 0 252 6 258 14 0 161 175 0 0 0 0 662 07:30AM 45 190 0 235 0 265 0 265 14 0 111 125 0 0 0 0 625 07:45AM 63 172 0 235 0 227 6 233 12 0 88 100 0 0 0 0 568 Total 154 722 0 876 0 940 24 964 66 0 511 577 0 0 0 0 2417 08:00AM 40 160 0 200 0 223 5 228 10 0 91 101 0 0 0 0 529 08:15AM 46 163 0 209 0 222 10 232 7 0 86 93 0 0 0 0 534 08:30AM 32 141 0 173 0 217 4 221 7 0 72 79 0 0 0 0 473 08:45AM 35 159 0 194 0 259 4 263 13 0 72 85 0 0 0 0 542 Total 153 623 0 776 0 921 23 944 37 0 321 358 0 0 0 0 2078 ***BREAK*** 04:00PM 91 302 0 393 0 222 10 232 8 0 63 71 0 0 0 0 696 04:15PM 88 317 0 405 0 205 11 216 7 0 57 64 0 0 0 0 685 04:30PM 98 317 0 415 0 222 8 230 8 0 57 65 0 0 0 0 710 04:45PM 101 353 0 454 0 233 15 248 4 0 53 57 0 0 0 0 759 Total 378 1289 0 1667 0 882 44 926 27 0 230 257 0 0 0 0 2850 05:00PM 107 307 0 414 0 243 14 257 2 0 62 64 0 0 0 0 735 05:15PM 130 287 0 417 0 212 10 222 5 0 63 68 0 0 0 0 707 05:30PM 116 290 0 406 0 248 19 267 3 0 55 58 0 0 0 0 731 05:45PM 149 321 0 470 0 230 13 243 10 0 74 84 0 0 0 0 797 Total 502 1205 0 1707 0 933 56 989 20 0 254 274 0 0 0 0 2970 Grand Total 1187 3839 0 5026 0 3676 147 3823 150 0 1316 1466 0 0 0 0 10315 Apprch % 23.6 76.4 0 0 96.2 3.8 10.2 0 89.8 0 0 0 Total % 11.5 37.2 0 48.7 0 35.6 1.4 37.1 1.5 0 12.8 14.2 0 0 0 0

A & R Engineering, Inc.

2160 Kingston Court Suite 'O' Marietta, GA 30067

TMC Data Ernest W Barrett Pkwy @ Macedonia Road 7-9 am | 4-6 pm

File Name:20250375

SiteCode:20250375

StartDate:10-22-2025

Page No : 2

ErnestWBarrettPkwy NorthboundErnestWBarrettPkwy SouthboundMacedonia Road EastboundWestbound
StartTimeLeftThruRightApp.TotalLeftThruRightApp.TotalLeftThruFRightApp TolalLeftThruRightAppTotalInt.Total
PeakHourAnalysisFrom07:00AMto08:45AM-Peak1of1
PeakHourforEntireIntersectionBeginsat07:00AM
07:00 AM1216501770196122082601511770000562
07:15AM341950229025262581401611750000662
07:30 AM451900235026502651401111250000625
07:45AM63172023502276233120881000000568
TotalVolume154722087609402496466051157700002417
%App.Total17.682.40097.52.511.4088.6000
PHF.611926.000.932.000.887500.909.635.000.793.815.000.000.000.000.913

A & R Engineering, Inc.

2160 Kingston Court Suite 'O' Marietta, GA 30067

TMC Data Ernest W Barrett Pkwy @ Macedonia Road 7-9 am | 4-6 pm

FileName:20250375

Site Code :20250375

StartDate:10-22-2025

Page No : 3

ErnestWBarrettPkwy NorthboundErnestWBarrettPkwy SouthboundMacedoniaRoad EastboundWestbound
StartTimeLeftThruRightApp.TotalLeftThruRightApp.TotalLeftThruRightAppTolalLeftThruRightApp.TotalInt Total
PeakHourAnalysisFrom04:00PMto05:45PM-Peak1of1
PeakHour for Entire IntersectionBeginsat05:00PM
05:00PM10730704140243142572062640000735
05:15PM13028704170212102225063680000707
05:30PM11629004060248192673055580000731
05:45PM149321047002301324310074840000797
TotalVolume50212050170709335698920025427400002970
%App.Total29.470.60094.35.77.3092.7000
PHF.842938.000.908.000.941.737.926500.000.858.815.000.000.000.000.932

LINEAR REGRESSION OF DAILY TRAFFIC

EXISTING INTERSECTION ANALYSIS

Lane GroupEBLEBRNBLNBTSBT
Lane Configurations个个
66511154722940
FutureVolume(vph)66511154722940
Lane Group Flow(vph)3203151697931059
Turn TypeProtProtpm+ptNANA
Protected Phases88162
Permitted Phases6
Detector Phase88162
SwitchPhase
Minimum Initial (s)6.06.05.015.015.0
Minimum Split (s)23.523.515.023.540.5
Total Split (s)40.040.030.080.050.0
Total Split (%)33.3%33.3%25.0%66.7%41.7%
Yellow Time (s)3.53.53.53.53.5
All-Red Time (s)2.02.02.02.02.0
Lost Time Adjust (s)0.00.00.00.00.0
Total Lost Time (s)5.55.55.55.55.5
Lead/LagLeadLag
Lead-Lag Optimize?YesYes
Recall ModeNoneNoneNoneC-MinC-Min
v/cRatio0.830.620.420.300.50
Control Delay (s/veh)43.49.78.76.316.5
QueueDelay0.00.00.00.00.0
Total Delay (s/veh)43.49.78.76.316.5
QueueLength50th(ft)13803292228
Queue Length 95th (ft)2227674166392
Internal LinkDist(ft)4334453140
Turn Bay Length (ft)135315
Base Capacity(vph)56965655826292122
Starvation Cap Reductn00000
Spilliback Cap Reductn00000
Storage Cap Reductn00000
Reduced v/c Ratio0.560.480.300.300.50
Intersection Summary
Cycle Length:120
Actuated Cycle Length: 120
Offset:0 (0%),Referenced tophase2:SBTU and 6:NBTL,Start of Green
Natural Cycle:80
ControlType:Actuated-Coordinated
Splits and Phases: 1:ErnestW.BarrettPkwy&MacedoniaRd
P02 (R)
06 (R)08
MovementEBLEBRNBLNBTSBUSBTSBR
Lane ConfigurationsY个个
66511154722094024
Future Volume (veh/h)66511154722094024
Initial Q (Qb), veh000000
Ped-Bike Adj(A_pbT)1.001.001.001.00
Parking Bus, Adj1.001.001.001.001.001.00
WorkZone OnApproachNoNoNo
Adj Sat Flow, veh/h/ln187018701870187018701870
Adj Flow Rate, veh/h0640169793103326
Peak HourFactor0.910.910.910.910.910.91
Percent Heavy Veh, %222222
Cap, veh/h4047193762422205552
Arrive On Green0.000.230.060.680.580.58
Sat Flow,veh/h1781317017813647363689
Grp Volume(v),veh/h0640169793518541
Grp Sat Flow(s),veh/h/ln178115851781177717771854
Q Serve(g_s), s0.023.54.411.020.720.7
Cycle Q Clear(g_c), s0.023.54.411.020.720.7
Prop In Lane1.001.001.000.05
Lane Grp Cap(c), veh/h404719376242210311076
V/C Ratio(X)0.000.890.450.330.500.50
Avail Cap(c_a), veh/h512911641242210311076
HCM Platoon Ratio1.001.001.001.001.001.00
Upstream Filter(l)0.001.001.001.001.001.00
Uniform Delay (d), s/veh0.045.011.27.814.914.9
Incr Delay (d2), s/veh0.09.10.80.41.81.7
Initial Q Delay(d3), s/veh0.00.00.00.00.00.0
%ileBackOfQ(50%),veh/ln0.010.01.63.78.18.4
Unsig.Movement Delay, s/veh
LnGrp Delay(d), s/veh0.054.112.08.216.716.6
LnGrp LOSDBABB
Approach Vol, veh/h6409621059
ApproachDelay,s/veh54.18.916.7
Approach LOSDAB
6
Timer-Assigned Phs287.38 32.7
Phs Duration (G+Y+Rc), s Change Period (Y+Rc), s12.275.15.55.5
Max Green Setting (Gmax), s5.55.5 44.574.534.5
Max Q Clear Time (g_c+11), s24.5 6.422.713.025.5
Green Ext Time (p_c), s0.39.08.71.7
Intersection Summary
HCM 6thCtrl Delay, s/veh22.8
HCM 6th LOSC
Notes
Userapprovedvolumebalancingamongthelanesforturningmovement.
User approved ignoring U-Turning movement.
L
MovementEBLEBRNBLNBTSBUSBTSBR
Lane Configurations个个
Traffic Volume (veh/h)66511154722094024
Future Volume (veh/h)66511154722094024
Number31816212
Initial Q, veh000000
Ped-Bike Adj (A_pbT)1.001.001.001.00
Parking Bus Adj1.001.001.001.001.001.00
Work Zone On ApproachNoNoNo
LanesOpenDuringWorkZone
Adj Sat Flow, veh/h/ln187018701870187018701870
Adj Flow Rate,veh/h0640169793103326
Peak Hour Factor0.910.910.910.910.910.91
Percent Heavy Veh, %222222
Opposing Right Turn InfluenceYesYes
Cap, veh/h4047193762422205552
HCM Platoon Ratio1.001.001.001.001.001.00
Prop Arrive On Green0.000.230.060.680.580.58
Unsig. Movement Delay
Ln Grp Delay, s/veh0.054.112.08.216.716.6
Ln Grp LOSDBABB
Approach Vol, veh/h6409621059
Approach Delay, s/veh54.18.916.7
Approach LOSD
AB
Timer:2345678
Assigned Phs1286
Case No1.28.09.04.0
Phs Duration (G+Y+Rc), s12.275.132.787.3
Change Period (Y+Rc), s5.55.55.55.5
Max Green (Gmax), s24.544.534.574.5
MaxAllowHeadway(MAH),s3.55.83.85.8
Max Q Clear (g_c+l1), s6.422.725.513.0
Green Ext Time (g_e), s0.39.01.78.7
Prob of Phs Call (p_c)1.001.001.001.00
Prob of Max Out (p_x)0.000.300.120.00
Left-Tun MovementData
Assigned Mvmt153
MvmtSat Flow,veh/h178101781
Through Movement Data
AssignedMvmt289
Mvmt Sat Flow, veh/h363603647
Right-Turn Movement Data
Assigned Mvmt121816
MvmtSatFlow,veh/h8931700
Left Lane Group Data
AssignedMvmt15300000
LaneAssignmentL (Pr/Pm)L

A&R Engineering, Inc

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 3

Lanes in Grp10100000
Grp Vol (v), veh/h1690000000
Grp Sat Flow (s), veh/h/ln17810178100000
Q Serve Time (g_s), s4.40.00.00.00.00.00.00.0
Cycle Q Clear Time (g_c), s4.40.00.00.00.00.00.00.0
Perm LT Sat Flow (s_I), veh/h/ln5330178100000
Shared LT SatFlow(s_sh),veh/h/ln00000000
Perm LT Eff Green (g_p), s71.60.00.00.00.00.00.00.0
Perm LT Serve Time(g_u), s48.90.00.00.00.00.00.00.0
Perm LT Q Serve Time (g_ps), s10.60.00.00.00.00.00.00.0
Time to First Blk (g_f), s0.069.60.00.00.00.00.00.0
Serve Time pre Blk (g_fs), s0.00.00.00.00.00.00.00.0
Prop LT Inside Lane (P_L)1.000.001.000.000.000.000.000.00
Lane Grp Cap (c), veh/h376040400000
V/C Ratio (X)0.450.000.000.000.000.000.000.00
Avail Cap (c_a), veh/h641051200000
Upstream Filter (I)1.000.000.000.000.000.000.000.00
Uniform Delay (d1), s/veh11.20.00.00.00.00.00.00.0
Incr Delay (d2), s/veh0.80.00.00.00.00.00.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh12.00.00.00.00.00.00.00.0
1st-Term Q (Q1), veh/ln1.50.00.00.00.00.00.00.0
2nd-Term Q (Q2), veh/ln0.10.00.00.00.00.00.00.0
3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ile Back of Q Factor (f_B%)1.001.001.000.000.000.000.000.00
%ile Back of Q (50%), veh/ln1.60.00.00.00.00.00.00.0
%ile Storage Ratio (RQ%)0.130.000.000.000.000.000.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q(Qe),veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Middle Lane Group Data
Assigned Mvmt02800600
Lane AssignmentTT
Lanes in Grp01000200
Grp Vol (v), veh/h051800079300
Grp Sat Flow (s), veh/h/ln01777000177700
Q Serve Time (g_s), s0.020.70.00.00.011.00.00.0
Cycle Q Clear Time (g_c), s0.020.70.00.00.011.00.00.0
Lane Grp Cap (c), veh/h01031000242200
V/C Ratio (X)0.000.500.000.000.000.330.000.00
Avail Cap (c_a), veh/h01031000242200
Upstream Filter (l)0.001.000.000.000.001.000.000.00
Uniform Delay (d1), s/veh0.014.90.00.00.07.80.00.0
Incr Delay (d2), s/veh0.01.80.00.00.00.40.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh0.016.70.00.00.08.20.00.0
1st-Term Q (Q1), veh/ln0.07.60.00.00.03.60.00.0
2nd-Term Q (Q2), veh/ln0.00.50.00.00.00.10.00.0

A&R Engineering, Inc

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 4

3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBackof QFactor(f_B%)0.001.001.000.000.001.000.000.00
%ile Back of Q (50%), veh/ln0.08.10.00.00.03.70.00.0
%ileStorage Ratio (RQ%)0.000.070.000.000.000.190.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe), veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Right Lane Group Data
Assigned Mvmt01218001600
Lane AssignmentT+RR
Lanes in Grp01200000
Grp Vol (v), veh/h054164000000
Grp Sat Flow (s), veh/h/ln01854158500000
Q Serve Time (g_s), s0.020.723.50.00.00.00.00.0
Cycle Q Clear Time (g_C), s0.020.723.50.00.00.00.00.0
Prot RT Sat Flow (s_R),veh/h/ln0.00.00.00.00.00.00.00.0
Prot RT Ef Green (g_R), s0.00.00.00.00.00.00.00.0
Prop RT Outside Lane(P_R)0.000.051.000.000.000.000.000.00
Lane Grp Cap (c), veh/h0107671900000
V/C Ratio (X)0.000.500.890.000.000.000.000.00
Avail Cap (c_a), veh/h0107691100000
Upstream Filter (l)0.001.001.000.000.000.000.000.00
Uniform Delay (d1), s/veh0.014.945.00.00.00.00.00.0
Incr Delay (d2), s/veh0.01.79.10.00.00.00.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh0.016.654.10.00.00.00.00.0
1st-Term Q (Q1), veh/ln0.07.99.10.00.00.00.00.0
2nd-Term Q (Q2), veh/ln0.00.50.90.00.00.00.00.0
3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBackof QFactor(f_B%)0.001.001.000.000.001.000.000.00
%ile Back of Q (50%), veh/ln0.08.410.00.00.00.00.00.0
%ile Storage Ratio (RQ%)0.000.070.550.000.000.000.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe), veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Intersection Summary
HCM6thCtrl Delay,s/veh22.8
HCM6thLOSC
Notes
User approved volume balancing among the lanes for turning movement.
Lane GroupEBLEBRNBLNBTSBT
Lane Configurations#
Traffic Volume (vph)202545021205933
FutureVolume(vph)202545021205933
Lane Group Flow (vph)14814754012961063
Turn TypeProtProtpm+ptNANA
Protected Phases88162
Permitted Phases6
Detector Phase88162
SwitchPhase
Minimum Initial (s)6.06.05.015.015.0
Minimum Split(s)23.523.515.023.540.5
Total Split (s)30.030.045.0120.075.0
Total Split (%)20.0%20.0%30.0%80.0%50.0%
Yellow Time (s)3.53.53.53.53.5
All-Red Time (s)2.02.02.02.02.0
Lost Time Adjust (s)0.00.00.00.00.0
Total Lost Time (s)5.55.55.55.55.5
Lead/LagLeadLag
Lead-Lag Optimize?YesYes
Recall ModeNoneNoneNoneC-MinC-Min
v/cRatio0.690.640.780.420.56
Control Delay (s/veh)31.822.529.02.825.3
QueueDelay0.00.00.00.00.0
Total Delay (s/veh)31.822.529.02.825.3
QueueLength50th(ft)21025694350
Queue Length 95th (ft)9273420176490
Internal Link Dist (ft)4334453140
Turn Bay Length (ft)135315
Base Capacity (vph)36836870730641905
Starvation Cap Reductn0000
Spillback CapReductn00000
Storage Cap Reductn00000
Reducedv/cRatio0.400.400.760.420.56
Intersection Summary
Cycle Length: 150
Actuated Cycle Length: 150
Offset:0 (0%),Referenced to phase2:SBTU and 6:NBTL,Start of Green Natural Cycle: 90
ControlType:Actuated-Coordinated
Splits and Phases: 1:ErnestW.BarrettPkwy&MacedoniaRd
01 02 (R)
06 (R) 08
L
MovementEBLEBRNBLNBTSBUSBT SBR
Lane ConfigurationsA
Traffic Volume (veh/h)2025450212050933 56
Future Volume (veh/h)2025450212050933 56
Initial Q (Qb), veh00000 0
Ped-Bike Adj(A_pbT)1.001.001.001.00
Parking Bus, Adj1.001.001.001.001.00 1.00
WorkZone On ApproachNoNoNo
Adj Sat Flow, veh/h/ln18701870187018701870 1870
Adj FlowRate, veh/h029754012961003 60
Peak Hour Factor0.930.930.930.930.93 0.93
Percent Heavy Veh, %22222 2
Cap,veh/h19634856829032145 128
Arrive On Green0.000.110.150.820.630.63
Sat Flow, veh/h17813170178136473500 204
Grp Volume(v), veh/h02975401296523 540
Grp Sat Flow(s),veh/h/ln178115851781177717771834
Q Serve(g_s), s0.013.819.215.823.2 23.2
Cycle Q Clear(g_c), s0.013.819.215.823.2 23.2
Prop In Lane1.001.001.000.11
Lane Grp Cap(c), veh/h19634856829031119 1155
V/C Ratio(X)0.000.850.950.450.47 0.47
Avail Cap(c_a), veh/h29151876929031119 1155
HCM Platoon Ratio1.001.001.001.001.00 1.00
Upstream Filter(l)0.001.001.001.001.00 1.00
Uniform Delay (d), s/veh0.065.623.14.014.6 14.6
Incr Delay (d2), s/veh0.08.817.90.51.4 1.4
Initial Q Delay(d3), s/veh0.00.00.00.00.0 0.0
%ileBackOfQ(50%),veh/ln0.06.022.14.39.2 9.5
Unsig.Movement Delay, s/veh0.074.441.04.516.0 15.9
LnGrp Delay(d), s/veh LnGrp LOSEDAB B
Approach Vol, veh/h29718361063
Approach Delay,s/veh74.415.216.0
Approach LOSEBB
Timer-Assigned Phs268
Phs Duration (G+Y+Rc), s28.1100.0128.022.0
Change Period (Y+Rc), s5.55.55.55.5
Max Green Setting (Gmax), s39.569.5114.524.5
Max Q Clear Time (g_c+l1), s21.225.217.815.8
Green Ext Time (p_c), s1.411.620.00.7
Intersection Summary
HCM6thCtrl Delay,s/veh21.0
HCM 6th LOSC
Notes
User approvedpedestrian interval tobeless than phase maxgreen.
User approved ignoring U-Turning movement.

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GAage 2

L4
MovementEBLEBRNBLNBTSBUSBTSBR
Lane Configurations#
TrafficVolume(veh/h)202545021205093356
FutureVolume (veh/h)202545021205093356
Number31816212
Initial Q, veh000000
Ped-Bike Adj (A_pbT)1.001.001.001.00
Parking Bus Adj1.001.001.001.001.001.00
Work Zone On ApproachNoNoNo
LanesOpenDuringWorkZone
Adj Sat Flow,veh/h/ln187018701870187018701870
Adj Flow Rate, veh/h02975401296100360
Peak Hour Factor0.930.930.930.930.930.93
Percent Heavy Veh, %222222
Opposing Right Turn InfluenceYesYes
Cap, veh/h19634856829032145128
HCM Platoon Ratio1.001.001.001.001.001.00
Prop Arrive On Green0.000.110.150.820.630.63
Unsig. Movement Delay
Ln Grp Delay, s/veh0.074.441.04.516.015.9
Ln Grp LOSEDABB
Approach Vol, veh/h29718361063
Approach Delay, s/veh74.415.216.0
Approach LOSEB
B
Timer:12345678
Assigned Phs1286
Case No1.28.09.04.0
Phs Duration (G+Y+Rc), s28.1 5.5100.0 5.522.0128.0 5.5
Change Period (Y+Rc), s Max Green (Gmax), s39.569.55.5 24.5114.5
MaxAllowHeadway(MAH),s3.53.85.8
Max Q Clear (g_c+l1), s21.25.8
Green Ext Time (g_e), s1.425.2 11.615.8 0.717.8 20.0
1.001.00
Prob of Phs Call (p_c)1.001.00
Prob of Max Out (p_x)0.000.060.030.01
Left-Tum Movement Data
Assigned Mvmt153
Mvmt SatFlow,veh/h178101781
Through Movement Data
Assigned Mvmt286
Mvmt Sat Flow, veh/h350003647
Right-Turn Movement Data
Assigned Mvmt121816
Mvmt Sat Flow,veh/h20431700
Left Lane GroupData
Assigned Mvmt15300000
Lane AssignmentL (Pr/Pm)L

A&R Engineering, Inc

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 3

Lanes in Grp10100000
Grp Vol (v), veh/h5400000000
Grp Sat Flow (s), veh/h/ln17810178100000
Q Serve Time (g_s), s19.20.00.00.00.00.00.00.0
Cycle Q Clear Time (g._c), s19.20.00.00.00.00.00.00.0
Perm LT Sat Flow (s_I),veh/h/ln5310178100000
Shared LTSatFlow(s_sh),veh/h/ln00000000
Perm LT Eff Green (g_P), s96.50.00.00.00.00.00.00.0
Perm LT Serve Time (g_u), s71.30.00.00.00.00.00.00.0
Perm LT Q Serve Time (g__ps), s71.30.00.00.00.00.00.00.0
Time to First Blk (g_f), s0.094.50.00.00.00.00.00.0
Serve Time pre Blk (g_fs), s0.00.00.00.00.00.00.00.0
Prop LT Inside Lane (P_L)1.000.001.000.000.000.000.000.00
Lane Grp Cap (c), veh/h568019600000
V/C Ratio (X)0.950.000.000.000.000.000.000.00
Avail Cap (c_a), veh/h769029100000
Upstream Filter (l)1.000.000.000.000.000.000.000.00
Uniform Delay (d1), s/veh23.10.00.00.00.00.00.00.0
Incr Delay (d2), s/veh17.90.00.00.00.00.00.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh41.00.00.00.00.00.00.00.0
1st-Term Q (Q1), veh/ln19.20.00.00.00.00.00.00.0
2nd-Term Q (Q2), veh/ln2.80.00.00.00.00.00.00.0
3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBack of QFactor(f_B%)1.001.001.000.000.000.000.000.00
%ile Back of Q (50%), veh/n22.10.00.00.00.00.00.00.0
%ileStorage Ratio(RQ%)1.780.000.000.000.000.000.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe), veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Middle Lane Group Data
Assigned Mvmt02800600
Lane AssignmentTT
Lanes in Grp01000200
Grp Vol (v), veh/h0523000129600
Grp Sat Flow (s), veh/h/ln01777000177700
Q Serve Time (g_s), s0.023.20.00.00.015.80.00.0
Cycle Q Clear Time (g_c), s0.023.20.00.00.015.80.00.0
Lane Grp Cap (c), veh/h01119000290300
V/C Ratio (X)0.000.470.000.000.000.450.000.00
Avail Cap (c_a), veh/h01119000290300
Upstream Filter (l)0.001.000.000.000.001.000.000.00
Uniform Delay (d1), s/veh0.014.60.00.00.04.00.00.0
Incr Delay (d2), s/veh0.01.40.00.00.00.50.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh0.016.00.00.00.04.50.00.0
1st-Term Q (Q1), veh/ln0.08.80.00.00.04.10.00.0
2nd-Term Q (Q2), veh/ln0.00.40.00.00.00.20.00.0

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 4

3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBackof QFactor(f_B%)0.001.001.000.000.001.000.000.00
%ile Back of Q (50%), veh/ln0.09.20.00.00.04.30.00.0
%ile Storage Ratio (RQ%)0.000.070.000.000.000.230.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe), veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Right Lane Group Data
Assigned Mvmt01218001600
Lane AssignmentT+RR
Lanes in Grp01200000
Grp Vol (v), veh/h054029700000
Grp Sat Flow (s), veh/h/ln01834158500000
Q Serve Time (g_s), s0.023.213.80.00.00.00.00.0
Cycle Q Clear Time (g_C), s0.023.213.80.00.00.00.00.0
Prot RT Sat Flow (s_R), veh/h/ln0.00.00.00.00.00.00.00.0
Prot RT Eff Green (g_R), s0.00.00.00.00.00.00.00.0
Prop RT Outside Lane (P_R)0.000.111.000.000.000.000.000.00
Lane Grp Cap (c), veh/h0115534800000
V/C Ratio (X)0.000.470.850.000.000.000.000.00
Avail Cap (c_a), veh/h0115551800000
Upstream Filter (l)0.001.001.000.000.000.000.000.00
Uniform Delay (d1), s/veh0.014.665.60.00.00.00.00.0
Incr Delay (d2), s/veh0.01.48.80.00.00.00.00.0
Initial QDelay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh0.015.974.40.00.00.00.00.0
1st-Term Q (Q1), veh/ln0.09.15.60.00.00.00.00.0
2nd-Term Q (Q2), veh/ln0.00.40.40.00.00.00.00.0
3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBackof QFactor(f_B%)0.001.001.000.000.001.000.000.00
%ile Back of Q (50%),veh/ln0.09.56.00.00.00.00.00.0
%ile Storage Ratio (RQ%)0.000.080.330.000.000.000.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe), veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh21.0
HCM6thLOSC

Notes

User approved pedestrian interval to beless than phase max green.

User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

FuTURE "NO-BuIld" INTERSECTION ANALYSIS

Lane GroupEBLEBRNBLNBTSBT
Lane Configurations
TrafficVolume (vph)67521157736959
Future Volume (vph)67521157736959
Lane Group Flow (vph)3263211738091080
Turn TypeProtProtpm+ptNANA
Protected Phases88162
Permitted Phases6
Detector Phase88162
SwitchPhase
Minimum Initial (s)6.06.05.015.015.0
Minimum Split (s)23.523.515.023.540.5
Total Split (s)40.040.030.080.050.0
Total Split (%)33.3%33.3%25.0%66.7%41.7%
Yellow Time (s)3.53.53.53.53.5
All-Red Time (s)2.02.02.02.02.0
Lost Time Adjust (s)0.00.00.00:00.0
Total Lost Time (s)5.55.55.55.55.5
Lead/LagLeadLag
Lead-Lag Optimize?YesYes
Recall ModeNoneNoneNoneC-MinC-Min
v/cRatio0.830.620.430.310.52
Control Delay (s/veh)43.69.69.16.417.4
QueueDelay0.00.00.00.00.0
Total Delay (s/veh)43.69.69.16.417.4
Queue Length50th (ft)14203496241
Queue Length 95th (ft)2277677172411
Internal Link Dist (ft)4334453140
Tum Bay Length (ft)135315
Base Capacity (vph)57066154726172093
Starvation Cap Reductn00000
SpillbackCapReductn00000
Storage Cap Reductn00000
Reduced v/c Ratio0.570.490.320.310.52
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset:0 (0%),Referenced tophase2:SBTU and 6:NBTL,Start of Green
Natural Cycle:80 ControlType:Actuated-Coordinated
SplitsandPhases:1:ErnestW.BarrettPkwy&MacedoniaRd
Q1p02(R)
06(R)
MovementEBLEBRNBLNBTSBUSBTSBR
Lane Configurations个个
Traffic Volume (veh/h)'67521157736095924
Future Volume (veh/h)67521157736095924
Initial Q (Qb), veh000000
Ped-Bike Adj(A_pbT)1.001.001.001.00
Parking Bus, Adj1.001.001.001.001.001.00
WorkZone OnApproachNoNoNo
Adj Sat Flow,veh/h/ln187018701870187018701870
Adj Flow Rate, veh/h0652173809105426
Peak Hour Factor0.910.910.910.910.910.91
Percent Heavy Veh, %222222
Cap, veh/h4107303682409203850
Arrive On Green0.000.230.060.680.580.58
Sat Flow, veh/h1781317017813647363887
Grp Volume(v), veh/h0652173809528552
Grp Sat Flow(s),veh/h/ln178115851781177717771855
Q Serve(g_s), s0.023.94.511.421.621.6
Cycle Q Clear(g_c), s0.023.94.511.421.621.6
Prop In Lane1.001.001.000.05
Lane Grp Cap(c), veh/h410730368240910221066
V/C Ratio(X)0.000.890.470.340.520.52
Avail Cap(c_a), veh/h512911630240910221066
HCM Platoon Ratio1.001.001.001.001.001.00
Upstream Filter()0.001.001.001.001.001.00
UniformDelay (d), s/veh0.044.711.78.115.415.4
Incr Delay (d2), s/veh0.09.50.90.41.91.8
Initial Q Delay(d3), s/veh0.00.00.00.00.00.0
%ile BackOfQ(50%),veh/ln0.010.21.63.98.58.8
Unsig.MovementDelay,s/veh LnGrp Delay(d), s/veh0.054.2 D12.6 B8.4 A17.3 B17.2
LnGrp LOS Approach Vol, veh/h652982B
1080
Approach Delay, s/veh54.29.217.3
Approach LOSDAB
Timer.-Assigned Phs268
Phs Duration (G+Y+Rc), s12.474.586.9 5.533.1
Change Period (Y+Rc), s5.55.55.5
Max Green Setting (Gmax), s24.544.574.534.5
Max Q Clear Time (g_c+11), s6.523.613.425.9 1.7
Green Ext Time (p_c), s0.39.08.9
Intersection Summary
HCM 6th Ctrl Delay, s/veh23.2
HCM6thLOSC
Notes
Userapprovedvolumebalancing among thelanesfor turningmovement.
L4
MovementEBLEBRNBLNBTSBUSBTSBR
Lane Configurations个个
TrafficVolume(veh/h)67521157736095924
Future Volume (veh/h)67521157736095924
Number31816212
Initial Q, veh000000
Ped-Bike Adj (A_pbT)1.001.001.001.00
Parking Bus Adj1.001.001.001.001.001.00
WorkZone On ApproachNoNoNo
LanesOpenDuringWorkZone
Adj Sat Flow, veh/h/in187018701870187018701870
Adj Flow Rate, veh/h0652173809105426
Peak Hour Factor0.910.910.910.910.910.91
Percent Heavy Veh, %222222
Opposing Right Tun InfluenceYesYes
Cap, veh/h4107303682409203850
HCM Platoon Ratio1.001.001.001.001.001.00
PropArrive OnGreen0.000.230.060.680.580.58
Unsig. Movement Delay.
Ln Grp Delay, s/veh0.054.212.68.417.317.2
Ln Grp LOSDBABB
Approach Vol, veh/h6529821080
Approach Delay, s/veh54.29.217.3
Approach LOSDB
A
Timer:2345678
Assigned Phs1286
Case No1.28.09.04.0
Phs Duration(G+Y+Rc), s12.4 5.574.533.186.9
Change Period (Y+Rc), s Max Green (Gmax), s24.55.5 44.55.5 34.55.5 74.5
MaxAllowHeadway(MAH),s3.55.83.85.8
Max Q Clear (g_c+l1), s6.5
Green Ext Time (g_e), s0.323.6 9.025.9 1.713.4 8.9
Prob of Phs Call (p_c)1.001.001.001.00
Prob of Max Out (p_x)0.000.330.150.00
Left-Tum Movement Data
Assigned Mvmt153
Mvmt SatFlow,veh/h178101781
Through Movement Data
Assigned Mvmt289
Mvmt Sat Flow,veh/h363803647
Right-Turn Movement Data
Assigned Mvmt121816
Mvmt Sat Flow,veh/h8731700
Lef Lane Group Data
Assigned Mvmt15300000
Lane AssignmentL (Pr/Pm)L

A&R Engineering, Inc

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GAage 3

Lanes in Grp10100000
Grp Vol (v), veh/h1730000000
Grp Sat Flow (s), veh/h/ln17810178100000
Q Serve Time (g_s), s4.50.00.00.00.00.00.00.0
Cycle Q Clear Time (g_ c), s4.50.00.00.00.00.00.00.0
Perm LT Sat Flow (s_I), veh/h/ln5220178100000
Shared LT Sat Flow(s_sh),veh/h/ln00000000
Perm LT Eff Green (g_p), s71.00.00.00.00.00.00.00.0
Perm LT Serve Time (g_u), s47.40.00.00.00.00.00.00.0
Perm LT Q Serve Time (g_ps), s11.70.00.00.00.00.00.00.0
Time to First Blk (g_f), s0.069.00.00.00.00.00.00.0
Serve Time pre Blk (g_fs), s0.00.00.00.00.00.00.00.0
Prop LT Inside Lane (P_L)1.000.001.000.000.000.000.000.00
Lane Grp Cap (c), veh/h368041000000
V/C Ratio (X)0.470.000.000.000.000.000.000.00
Avail Cap (c_a), veh/h630051200000
Upstream Filter (I)1.000.000.000.000.000.000.000.00
Uniform Delay (d1), s/veh11.70.00.00.00.00.00.00.0
Incr Delay (d2), s/veh0.90.00.00.00.00.00.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh12.60.00.00.00.00.00.00.0
1st-Term Q (Q1), veh/ln1.60.00.00.00.00.00.00.0
2nd-Term Q (Q2), veh/ln0.10.00.00.00.00.00.00.0
3rd-Term Q (Q3), veh/in0.00.00.00.00.00.00.00.0
%ileBackofQFactor(f_B%)1.001.001.000.000.000.000.000.00
%ile Back of Q (50%), veh/ln1.60.00.00.00.00.00.00.0
%ile Storage Ratio (RQ%)0.130.000.000.000.000.000.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe), veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Middle Lane Group Data
Assigned Mvmt02800600
Lane AssignmentTT
Lanes in Grp01000200
Grp Vol (v), veh/h052800080900
Grp Sat Flow (s), veh/h/ln01777000177700
Q Serve Time (g_s), s0.021.60.00.00.011.40.00.0
Cycle Q Clear Time (g_c), s0.021.60.00.00.011.40.00.0
Lane Grp Cap (c), veh/h01022000240900
V/C Ratio (X)0.000.520.000.000.000.340.000.00
Avail Cap (c_a), veh/h01022000240900
Upstream Filter (l)0.001.000.000.000.001.000.000.00
Uniform Delay (d1), s/veh0.015.40.00.00.08.10.00.0
Incr Delay (d2), s/veh0.01.90.00.00.00.40.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh0.017.30.00.00.08.40.00.0
1st-Term Q (Q1), veh/ln0.08.00.00.00.03.80.00.0
2nd-Term Q (Q2), veh/ln0.00.50.00.00.00.10.00.0

A&R Engineering, Inc

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 4

3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBackof QFactor(f_B%)0.001.001.000.000.001.000.000.00
%ile Back of Q (50%), veh/ln0.08.50.00.00.03.90.00.0
%ileStorage Ratio(RQ%)0.000.070.000.000.000.200.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe), veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Right Lane Group Data
Assigned Mvmt01218001600
Lane AssignmentT+RR
Lanes in Grp01200000
Grp Vol (v), veh/h055265200000
Grp Sat Flow (s), veh/h/ln01855158500000
Q Serve Time (g_s), s0.021.623.90.00.00.00.00.0
Cycle Q Clear Time (g_ c), s0.021.623.90.00.00.00.00.0
Prot RT Sat Flow (s_R), veh/h/ln0.00.00.00.00.00.00.00.0
Prot RT Eff Green (g_R), s0.00.00.00.00.00.00.00.0
Prop RT Outside Lane (P_R)0.000.051.000.000.000.000.000.00
Lane Grp Cap (c), veh/h0106673000000
V/C Ratio (X)0.000.520.890.000.000.000.000.00
Avail Cap (c_a), veh/h0106691100000
Upstream Filter (l)0.001.001.000.000.000.000.000.00
Uniform Delay (d1), s/veh0.015.444.70.00.00.00.00.0
Incr Delay (d2), s/veh0.01.89.50.00.00.00.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh0.017.254.20.00.00.00.00.0
1st-Term Q (Q1), veh/ln0.08.39.30.00.00.00.00.0
2nd-Term Q (Q2), veh/ln0.00.51.00.00.00.00.00.0
3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBackof QFactor (f_B%)0.001.001.000.000.001.000.000.00
%ile Back of Q (50%), veh/ln0.08.810.20.00.00.00.00.0
%ile Storage Ratio (RQ%)0.000.070.560.000.000.000.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe), veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh23.2
HCM6thLOSC
Notes

User approvedvolumebalancing among thelanesforturningmovement.

User approved ignoring U-Turning movement.

Lane GroupEBLEBRNBLNBTSBT
Lane Configurations
Traffic Volume (vph)202595121229952
Future Volume(vph)202595121229952
Lane Group Flow (vph)15015055113221085
Turn TypeProtProtpm+ptNANA
Protected Phases88162
Permitted Phases6
DetectorPhase88162
SwitchPhase
Minimum Initial (s)6.06.05.015.015.0
Minimum Split(s)23.523.515.023.540.5
Total Split (s)30.030.045.0120.075.0
Total Split (%)20.0%20.0%30.0%80.0%50.0%
Yellow Time (s)3.53.53.53.53.5
All-Red Time (s)2.02.02.02.02.0
Lost Time Adjust (s)0.00.00.00.00.0
Total Lost Time (s)5.55.55.55.55.5
Lead/LagLeadLag
Lead-Lag Optimize?YesYes
Recall ModeNoneNoneNoneC-MinC-Min
v/cRatio0.690.650.790.430.58
Control Delay (s/veh)31.722.431.62.826.7
Queue Delay0.00.00.00.00.0
Total Delay (s/veh)31.722.431.62.826.7
Queue Length50th(ft)21028297372
Queue Length95th (ft)9473454183504
Internal Link Dist (ft)4334453140
Turn Bay Length (ft)135315
Base Capacity (vph)37037170730641865
Starvation Cap Reductn00000
SpillbackCap Reductn00000
Storage Cap Reductn00000
Reduced v/c Ratio0.410.400.780.430.58
Intersection Summary
Cycle Length: 150
Actuated Cycle Length: 150 Offset:0(0%),Referenced tophase2:SBTU and 6:NBTL,Start of Green
Natural Cycle:90 ControlType:Actuated-Coordinated
Splits andPhases: 1:ErnestW.BarrettPkwy&MacedoniaRd
p
01 02 (R)
06(R) 08
MovementEBLEBRNBLNBTSBUSBTSBR
Lane Configurations个个
Traffic Volume (veh/h)202595121229095257
Future Volume (veh/h)202595121229095257
Initial Q (Qb), veh000000
Ped-Bike Adj(A_pbT)1.001.001.001.00
Parking Bus, Adj1.001.001.001.001.001.00
WorkZoneOnApproachNoNoNo
Adj Sat Flow,veh/h/ln187018701870187018701870
Adj Flow Rate, veh/h03025511322102461
Peak HourFactor0.930.930.930.930.930.93
Percent Heavy Veh, %222222
Cap, veh/h19835357928972077124
ArriveOnGreen0.000.110.170.820.610.61
Sat Flow, veh/h17813170178136473501203
Grp Volume(v), veh/h03025511322534551
Grp Sat Flow(s),veh/h/ln178115851781177717771834
Q Serve(g_s), s0.014.022.016.425.225.2
Cycle Q Clear(g_c), s0.014.022.016.425.225.2
Prop In Lane1.001.001.000.11
Lane Grp Cap(c), veh/h198353579289710831118
V/C Ratio(X)0.000.860.950.460.490.49
Avail Cap(c_a), veh/h291518747289710831118
HCM Platoon Ratio1.001.001.001.001.001.00
Upstream Filter(l)0.001.001.001.001.001.00
Uniform Delay (d), s/veh0.065.525.84.116.316.3
Incr Delay (d2), s/veh0.09.119.20.51.61.6
Initial Q Delay(d3), s/veh0.00.00.00.00.00.0
%ile BackOfQ(50%),veh/ln0.06.122.74.610.210.5
Unsig.Movement Delay, s/veh0.074.645.14.617.917.9
LnGrp Delay(d), s/veh LnGrp LOSEDABB
Approach Vol, veh/h Approach Delay, s/veh302 74.61873108517.9
E16.5B
Approach LOSB68
Timer-Assigned Phs2127.822.2
Phs Duration(G+Y+Rc),s30.996.95.55.5
Change Period (Y+Rc), s5.55.5
Max Green Setting (Gmax), s39.569.5114.524.5
Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s24.0 1.427.2 11.818.4 20.816.0 0.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh22.4
HCM6thLOSC
Notes
User approvedpedestrian interval tobeless thanphasemaxgreen. User approved volume balancing among the lanes for turning movement.
UserapprovedignoringU-Turningmovement.

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 2

L
MovementEBLEBRNBLNBTSBUSBTSBR
Lane Configurations#
202595121229095257
Future Volume (veh/h)202595121229095257
Number31816212
Initial Q, veh000000
Ped-Bike Adj (A_pbT)1.001.001.001.00
Parking Bus Adj1.001.001.001.001.001.00
WorkZone On ApproachNoNoNo
LanesOpenDuringWorkZone
Adj Sat Flow, veh/h/ln187018701870187018701870
AdjFlow Rate,veh/h03025511322102461
Peak Hour Factor0.930.930.930.930.930.93
Percent Heavy Veh, %222222
Opposing Right Turn InfluenceYesYes
Cap,veh/h19835357928972077124
HCM Platoon Ratio1.001.001.001.001.001.00
Prop Arrive On Green0.000.110.170.820.610.61
Unsig.Movement Delay
Ln Grp Delay, s/veh0.074.645.14.617.917.9
Ln Grp LOSEDABB
Approach Vol, veh/h30218731085
Approach Delay, s/veh74.616.517.9
Approach LOSEBB
Timer:123568
Assigned Phs1289
Case No1.28.09.04.0
Phs Duration (G+Y+Rc),s30.996.922.2127.8
Change Period (Y+Rc), s5.55.55.55.5
Max Green (Gmax), s39.569.524.5114.5
MaxAllow Headway (MAH), s3.55.83.85.8
Max Q Clear (g_c+I1), s24.027.216.018.4
Green Ext Time (g_e), s1.411.80.720.8
Prob of Phs Call (p_c)1.001.001.001.00
Prob of Max Out (p_x)0.000.070.040.01
Left-Tum Movement Data
AssignedMvmt153
Mvmt SatFlow,veh/h178101781
Through Movement Data
Assigned Mvmt286
Mvmt Sat Flow, veh/h350103647
Right-Turn MovementData
Assigned Mvmt121816
MvmtSatFlow,veh/h20331700
Left Lane Group Data
Assigned Mvmt15300000
Lane AssignmentL (Pr/Pm)L

A&R Engineering, Inc

Synchro11 LightReport

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 3

Lanes in Grp10100000
Grp Vol (v), veh/h5510000000
Grp Sat Flow (s), veh/h/ln17810178100000
Q Serve Time (g_s), s22.00.00.00.00.00.00.00.0
Cycle Q Clear Time (g_C), s22.00.00.00.00.00.00.00.0
Perm LT Sat Flow (s_I), veh/h/ln5200178100000
Shared LT Sat Flow (s_sh), veh/h/ln00000000
Perm LT Eff Green (g_-p), s93.40.00.00.00.00.00.00.0
Perm LT ServeTime (g_u),s66.30.00.00.00.00.00.00.0
Perm LT Q ServeTime (g_ps), s66.30.00.00.00.00.00.00.0
Time to First Blk (g_f), s0.091.40.00.00.00.00.00.0
Serve Time pre Blk (g_fs), s0.00.00.00.00.00.00.00.0
Prop LT Inside Lane (P_L)1.000.001.000.000.000.000.000.00
Lane Grp Cap (c), veh/h579019800000
V/C Ratio (X)0.950.000.000.000.000.000.000.00
Avail Cap (c_a), veh/h747029100000
Upstream Filter (l)1.000.000.000.000.000.000.000.00
Uniform Delay (d1), s/veh25.80.00.00.00.00.00.00.0
Incr Delay (d2), s/veh19.20.00.00.00.00.00.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh45.10.00.00.00.00.00.00.0
1st-Term Q (Q1), veh/ln19.60.00.00.00.00.00.00.0
2nd-Term Q (Q2), veh/ln3.10.00.00.00.00.00.00.0
3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBackofQFactor(f_B%)1.001.001.000.000.000.000.000.00
%ile Back of Q (50%), veh/ln22.70.00.00.00.00.00.00.0
%ile Storage Ratio (RQ%)1.830.000.000.000.000.000.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe),veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Middle Lane GroupData
Assigned Mvmt02800600
Lane AssignmentTT
Lanes in Grp01000200
Grp Vol (v), veh/h0534000132200
Grp Sat Flow (s), veh/h/ln01777000177700
Q Serve Time (g_s), s0.025.20.00.00.016.40.00.0
Cycle Q Clear Time (g_c), s0.025.20.00.00.016.40.00.0
Lane Grp Cap (c), veh/h01083000289700
V/C Ratio (X)0.000.490.000.000.000.460.000.00
Avail Cap (c_a), veh/h01083000289700
Upstream Filter (l)0.001.000.000.000.001.000.000.00
Uniform Delay (d1), s/veh0.016.30.00.00.04.10.00.0
Incr Delay (d2), s/veh0.01.60.00.00.00.50.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh0.017.90.00.00.04.60.00.0
1st-Term Q (Q1), veh/ln0.09.70.00.00.04.40.00.0
2nd-Term Q (Q2), veh/ln0.00.50.00.00.00.20.00.0

A&R Engineering, Inc

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GAage 4

3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBackofQFactor(f_B%)0.001.001.000.000.001.000.000.00
%ile Back of Q (50%), veh/ln0.010.20.00.00.04.60.00.0
%ile Storage Ratio (RQ%)0.000.080.000.000.000.240.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q(Qe), veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Right Lane Group Data
Assigned Mvmt01218001600
Lane AssignmentT+RR
Lanes in Grp01200000
Grp Vol (v), veh/h055130200000
Grp Sat Flow (s), veh/h/ln01834158500000
Q Serve Time (g_s), s0.025.214.00.00.00.00.00.0
Cycle Q Clear Time (g_ C), s0.025.214.00.00.00.00.00.0
Prot RT Sat Flow (s_R), veh/h/ln0.00.00.00.00.00.00.00.0
Prot RT Eff Green (g_R), s0.00.00.00.00.00.00.00.0
Prop RT Outside Lane (P_R)0.000.111.000.000.000.000.000.00
Lane Grp Cap (c), veh/h0111835300000
VIC Ratio (X)0.000.490.860.000.000.000.000.00
Avail Cap (c_a), veh/h0111851800000
Upstream Filter (l)0.001.001.000.000.000.000.000.00
Uniform Delay (d1), s/veh0.016.365.50.00.00.00.00.0
Incr Delay (d2), s/veh0.01.69.10.00.00.00.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh0.017.974.60.00.00.00.00.0
1st-Term Q (Q1), veh/ln0.010.05.70.00.00.00.00.0
2nd-Term Q (Q2), veh/ln0.00.50.40.00.00.00.00.0
3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBackofQFactor(f_B%)0.001.001.000.000.001.000.000.00
%ileBack of Q (50%), veh/ln0.010.56.10.00.00.00.00.0
%ile Storage Ratio (RQ%)0.000.080.340.000.000.000.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe), veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.0 00.00.0
Sat Cap (cs), veh/h0000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
IntersectionSummary
HCM 6th Ctrl Delay, s/veh22.4
HCM6thLOSC
Notes

Userapprovedpedestrianintervaltobelessthanphasemaxgreen.

Userapprovedvolumebalancing among thelanesforturningmovement.

User approved ignoring U-Turning movement.

L
Lane GroupEBLEBRNBLNBTSBUSBT
Lane Configurations个个
Traffic Volume (vph)685211577413972
Future Volume (vph)685211577413972
Lane Group Flow (vph)32732117381431098
Turn TypeProtProtpm+ptNAPermNA
Protected Phases88162
Permitted Phases9 2
Detector Phase881622
SwitchPhase
Minimum Initial (s)6.06.05.015.015.015.0
Minimum Split (s)23.523.515.023.540.540.5
Total Split (s)39.039.025.081.056.056.0
Total Split (%)32.5%32.5%20.8%67.5%46.7%46.7%
Yellow Time (s)3.53.53.53.53.53.5
All-Red Time (s)2.02.02.02.02.02.0
Lost Time Adjust (s)0.00.00.00.00.00.0
Total Lost Time (s)5.55.55.55.55.55.5
Lead/LagLeadLagLag
Lead-Lag Optimize?YesYesYes
Recall ModeNoneNoneNoneC-MinC-MinC-Min
v/c Ratio0.830.610.450.310.010.52
Control Delay (s/veh)44.19.59.56.514.716.8
QueueDelay0.00.00.00.00.00.0
Total Delay (s/veh)44.19.59.56.514.716.8
QueueLength50th(ft)145034971240
Queue Length 95th(ft)2307678174m7404
Internal Link Dist (ft)4334452820
Tum Bay Length (ft)190135 305
Base Capacity (vph)55565148526093842112
Starvation Cap Reductn000000
Spillback CapReductn000000
Storage Cap Reductn000000
Reduced v/cRatio0.590.490.360.310.010.52
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 120
Offset:0 (0%),Referenced tophase2:SBTU and 6:NBTL,Start of Green
Natural Cycle: 80
Control Type:Actuated-Coordinated mVolume for 95th percentile queue is metered by upstream signal.
Splits andPhases: 1:ErnestW.BarrettPkwy&MacedoniaRd
01Q2 (R)
06 (R)

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GAPage 1

MovementEBLEBRNBLNBTSBUSBTSBR
Lane Configurations#n
Traffic Volume (veh/h)68521157741397227
Future Volume(veh/h)68521157741397227
Initial Q (Qb), veh000000
Ped-Bike Adj(A_pbT)1.001.001.001.00
Parking Bus, Adj1.001.001.001.001.001.00
WorkZone OnApproachNoNoNo
Adj Sat Flow, veh/h/ln187018701870187018701870
AdjFlow Rate, veh/h0653173814106830
Peak Hour Factor0.910.910.910.910.910.91
Percent Heavy Veh, %222222
Cap, veh/h4097293622411203357
Arrive On Green0.000.230.060.680.580.58
Sat Flow, veh/h1781317017813647362499
Grp Volume(v), veh/h0653173814538560
Grp Sat Flow(s),veh/h/ln178115851781177717771853
Q Serve(g_s), s0.024.04.511.522.122.1
Cycle Q Clear(g_c), s0.024.04.511.522.122.1
Prop In Lane1.001.001.000.05
Lane Grp Cap(c), veh/h409729362241110231067
V/C Ratio(X)0.000.900.480.340.530.53
Avail Cap(c_a), veh/h497885551241110231067
HCM Platoon Ratio1.001.001.001.001.001.00
Upstream Filter(l)0.001.001.001.001.001.00
Uniform Delay (d), s/veh0.044.811.88.015.515.5
Incr Delay (d2), s/veh0.010.31.00.41.91.9
Initial QDelay(d3), s/veh0.00.00.00.00.00.0
%ile BackOfQ(50%),veh/ln0.010.31.63.98.79.0
Unsig.Movement Delay,s/veh LnGrp Delay(d), s/veh LnGrp LOS0.055.1 E12.8 B8.4 A17.4 B17.3
55.1987B
Approach Vol, veh/h6531098
Approach Delay,s/veh9.217.4
Approach LOSEAB
Timer-Assigned Phs1268
Phs Duration (G+Y+Rc), S Change Period (Y+Rc), s12.3 5.574.6 5.586.9 5.533.1 5.5
19.550.575.533.5
Max Green Setting (Gmax), s Max Q Clear Time (g_c+l1), s6.524.113.526.0
Green Ext Time (p_c), s0.310.39.01.6
Intersection Summary
HCM 6th Ctrl Delay,s/veh23.4
HCM 6th LOSC
Notes
User approved volume balancing among the lanes for turning movement.
L
MovementEBLEBRNBLNBTSBUSBTSBR
Lane ConfigurationsY
68521157741397227
Future Volume (veh/h)68521157741397227
Number31816212
Initial Q,veh000000
Ped-Bike Adj (A_pbT)1.001.001.001.00
Parking Bus Adj1.001.001.001.001.001.00
Work Zone On ApproachNoNoNo
LanesOpenDuringWorkZone
Adj Sat Flow, veh/h/ln187018701870187018701870
Adj Flow Rate, veh/h0653173814106830
PeakHourFactor0.910.910.910.910.910.91
Percent Heavy Veh, %222222
Opposing Right Turn InfluenceYesYes
Cap, veh/h4097293622411203357
HCM Platoon Ratio1.001.001.001.001.001.00
Prop Arrive On Green0.000.230.060.680.580.58
Unsig. Movement Delay
Ln Grp Delay, s/veh0.055.112.88.417.417.3
Ln Grp LOSEBABB
ApproachVol,veh/h6539871098
Approach Delay, s/veh55.19.217.4
Approach LOSB
EA
Timer:12345678
Assigned Phs1286
Case No1.28.09.04.0
Phs Duration (G+Y+Rc),s12.374.6 5.533.1 5.586.9
Change Period (Y+Rc), s5.55.5
Max Green (Gmax), s MaxAllowHeadway(MAH),s19.550.533.575.5
3.55.83.85.8
Max Q Clear (g_c+l1), s Green Ext Time (g_e), s6.524.126.013.5
0.310.31.69.0
Prob of Phs Call (p__c)1.001.001.001.00
Prob of Max Out (p_x)0.000.240.230.00
Left-Turn Movement Data
Assigned Mvmt153
Mvmt Sat Flow, veh/h178101781
Through Movement Data
Assigned Mvmt286
Mvmt Sat Flow, veh/h362403647
Right-Turn Movement Data
Assigned Mvmt121816
Mvmt Sat Flow,veh/h9931700
Left Lane Group Data
Assigned Mvmt15300000
Lane AssignmentL(Pr/Pm)L

A&R Engineering, Inc

Synchro 11 LightReport

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GAPage 3

3a.Future Build 2027 AM 11/18/2025

Lanes in Grp10100000
Grp Vol (v), veh/h1730000000
Grp Sat Flow (s), veh/h/ln17810178100000
Q Serve Time (g_s), s4.50.00.00.00.00.00.00.0
Cycle Q Clear Time (g__c), s4.50.00.00.00.00.00.00.0
Perm LT Sat Flow (s_I), veh/h/ln5140178100000
Shared LT Sat Flow (s_sh), veh/h/ln00000000
Perm LT Eff Green (g_p), s71.10.00.00.00.00.00.00.0
PermLT ServeTime(g_u),s47.00.00.00.00.00.00.00.0
Perm LT Q Serve Time (g_ps), s12.20.00.00.00.00.00.00.0
Time to First Blk (g_f), s0.069.10.00.00.00.00.00.0
Serve Time pre Blk (g_fs), s0.00.00.00.00.00.00.00.0
Prop LT Inside Lane (P_L)1.000.001.000.000.000.000.000.00
Lane Grp Cap (c), veh/h362040900000
VIC Ratio (X)0.480.000.000.000.000.000.000.00
Avail Cap (c_a), veh/h551049700000
Upstream Filter (I)1.000.000.000.000.000.000.000.00
Uniform Delay (d1), s/veh11.80.00.00.00.00.00.00.0
Incr Delay (d2), s/veh1.00.00.00.00.00.00.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh12.80.00.00.00.00.00.00.0
1st-Term Q (Q1), veh/ln1.50.00.00.00.00.00.00.0
2nd-Term Q (Q2), veh/ln0.10.00.00.00.00.00.00.0
3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ile Back of Q Factor (f _B%)1.001.001.000.000.000.000.000.00
%ile Back of Q (50%), veh/ln1.60.00.00.00.00.00.00.0
%ile Storage Ratio (RQ%)0.140.000.000.000.000.000.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual)Q (Qe),veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Middle Lane Group Data
Assigned Mvmt02800600
Lane AssignmentTT
Lanes in Grp01000200
Grp Vol (v), veh/h053800081400
Grp Sat Flow (s), veh/h/ln01777000177700
Q Serve Time (g_s), s0.022.10.00.00.011.50.00.0
Cycle Q Clear Time (g_c), s0.022.10.00.00.011.50.00.0
Lane Grp Cap (c), veh/h01023000241100
V/C Ratio (X)0.000.530.000.000.000.340.000.00
Avail Cap (c_a), veh/h01023000241100
Upstream Filter (l)0.001.000.000.000.001.000.000.00
Uniform Delay (d1), s/veh0.015.50.00.00.08.00.00.0
Incr Delay (d2), s/veh0.01.90.00.00.00.40.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh0.017.40.00.00.08.40.00.0
1st-Term Q (Q1), veh/ln0.08.10.00.00.03.80.00.0
2nd-Term Q (Q2), veh/ln0.00.50.00.00.00.10.00.0

A&R Engineering, Inc

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 4

3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBackof QFactor(f_B%)0.001.001.000.000.001.000.000.00
%ile Back of Q (50%), veh/ln0.08.70.00.00.03.90.00.0
%ile Storage Ratio (RQ%)0.000.080.000.000.000.200.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe), veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Right Lane Group Data
Assigned Mvmt01218001600
Lane AssignmentT+RR
Lanes in Grp01200000
Grp Vol (v), veh/h056065300000
Grp Sat Flow (s), veh/h/ln01853158500000
Q Serve Time (g_s), s0.022.124.00.00.00.00.00.0
Cycle Q Clear Time (g_c), s0.022.124.00.00.00.00.00.0
Prot RT Sat Flow (s_R),veh/h/ln0.00.00.00.00.00.00.00.0
Prot RT Eff Green (g_R), s0.00.00.00.00.00.00.00.0
Prop RT Outside Lane (P_R)0.000.051.000.000.000.000.000.00
Lane Grp Cap (c), veh/h0106772900000
V/C Ratio (X)0.000.530.900.000.000.000.000.00
Avail Cap (c_a), veh/h0106788500000
Upstream Filter ()0.001.001.000.000.000.000.000.00
Uniform Delay (d1), s/veh0.015.544.80.00.00.00.00.0
Incr Delay (d2), s/veh0.01.910.30.00.00.00.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh0.017.355.10.00.00.00.00.0
1st-Term Q (Q1), veh/ln0.08.59.30.00.00.00.00.0
2nd-Term Q (Q2), veh/ln0.00.51.00.00.00.00.00.0
3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBack of Q Factor (f _B%)0.001.001.000.000.001.000.000.00
%ileBack of Q (50%),veh/ln0.09.010.30.00.00.00.00.0
%ile Storage Ratio (RQ%)0.000.080.570.000.000.000.000.00
Initial Q (Qb),veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe), veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0 0
Sat Cap (cs), veh/h0000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh23.4
HCM6th LOSC
Notes

User approved volume balancing among the lanes for turning movement.

User approved ignoring U-Turning movement.

L
Lane GroupEBLEBRNBLNBTSBUSBT
Lane Configurations
Traffic Volume (vph)2325951212458961
Future Volume(vph)2325951212458961
Lane Group Flow (vph)153150551133991096
Turn TypeProtProtpm+ptNAPermNA
Protected Phases88162
PermittedPhases62
Detector Phase881622
SwitchPhase
Minimum Initial (s)6.06.05.015.015.015.0
Minimum Split (s)23.523.515.023.540.540.5
Total Split (s)28.028.055.0122.067.067.0
Total Split (%)18.7%18.7%36.7%81.3%44.7%44.7%
Yellow Time (s)3.53.53.53.53.53.5
All-Red Time (s)2.02.02.02.02.02.0
Lost Time Adjust (s)0.00.00.00.00.00.0
Total Lost Time (s)5.55.55.55.55.55.5
Lead/LagLeadLagLag
Lead-Lag Optimize?YesYesYes
Recall ModeNoneNoneNoneC-MinC-MinC-Min
v/cRatio0.700.640.790.440.050.59
Control Delay (s/veh)32.522.031.92.924.128.0
Queue Delay0.00.00.00.00.00.0
Total Delay(s/veh)32.522.031.92.924.128.0
Queue Length50th (ft)2402941024372
Queue Length 95th (ft)9773434190m18564
Internal LinkDist (ft)4334452820
Turn Bay Length (ft)135305190
Base Capacity(vph)35135375230591991848
Starvation Cap Reductn000000
SpillbackCapReductn000000
Storage Cap Reductn000000
Reduced v/cRatio0.440.420.730.440.050.59
Intersection Summary
Cycle Length: 150
Actuated Cycle Length: 150 Offset:0(0%),Referenced tophase2:SBTUand 6:NBTL,Start ofGreen
Natural Cycle: 90 Control Type:Actuated-Coordinated
m Volume for 95th percentile queue is metered by upstream signal.
Splits and Phases:1:Ernest W.Barrett Pkwy &MacedoniaRd
01 02 (R)
06(R) 08

Synchro 11 Light Report

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GAage 1

L
MovementEBLEBRNBLNBTSBUSBTSBR
Lane Configurations#
232595121245896159
Future Volume (veh/h)232595121245896159
Initial Q (Qb), veh000000
Ped-Bike Adj(A_pbT)1.001.001.001.00
Parking Bus, Adj1.001.001.001.001.001.00
WorkZone OnApproachNoNoNo
Adj Sat Flow, veh/h/ln187018701870187018701870
Adj Flow Rate, veh/h03055511339103363
PeakHourFactor0.930.930.930.930.930.93
Percent Heavy Veh, %222222
Cap, veh/h19935458028962057125
Arrive On Green0.000.110.170.810.600.60
Sat Flow, veh/h17813170178136473496207
Grp Volume(v), veh/h03055511339539557
Grp Sat Flow(s),veh/h/ln178115851781177717771833
Q Serve(g_s), s0.014.222.516.825.925.9
Cycle Q Clear(g_.c), s0.014.222.516.825.925.9
Prop In Lane1.001.001.000.11
Lane Grp Cap(c), veh/h199354580289610741108
V/C Ratio(X)0.000.860.950.460.500.50
Avail Cap(c_a), veh/h267476858289610741108
HCM Platoon Ratio1.001.001.001.001.001.00
Upstream Filter(l)0.001.001.001.001.001.00
Uniform Delay (d), s/veh0.065.526.64.116.816.8
Incr Delay (d2), s/veh0.011.715.40.51.71.6
Initial Q Delay(d3), s/veh0.00.00.00.00.00.0
%ile BackOfQ(50%),veh/ln0.06.322.14.710.510.8
Unsig.Movement Delay,s/veh
LnGrp Delay(d), s/veh0.077.242.04.718.518.5
LnGrp LOSEDABB
Approach Vol, veh/h30518901096
Approach Delay, s/veh77.215.518.5
Approach LOSEBB
Timer-Assigned Phs268
Phs Duration(G+Y+Rc), s31.696.2127.7 5.522.3
Change Period (Y+Rc), s5.55.55.5
Max Green Setting (Gmax), s49.5 24.561.5 27.9116.5 18.822.5 16.2
Max Q Clear Time (g_c+I1), s Green Ext Time (p_c), s1.511.321.40.6
Intersection Summary
HCM 6th Ctrl Delay, s/veh22.2
HCM6th LOSC
Notes
User approved volume balancing among the lanes for turning movement.
User approved ignoringU-Turning movement.
L
MovemenitEBLEBRNBLNBTSBUSBTSBR
Lane ConfigurationsY#
Traffic Volume (veh/h)232595121245896159
Future Volume (veh/h)232595121245896159
Number31816212
Initial Q, veh000000
Ped-Bike Adj (A_pbT)1.001.001.001.00
Parking Bus Adj1.001.001.001.001.001.00
Work Zone On ApproachNoNoNo
LanesOpenDuringWorkZone
Adj Sat Flow, veh/h/ln187018701870187018701870
AdjFlowRate,veh/h03055511339103363
Peak Hour Factor0.930.930.930.930.930.93
Percent Heavy Veh, %222222
Opposing Right Turn InfluenceYesYes
Cap, veh/h19935458028962057125
HCM Platoon Ratio1.001.001.001.001.001.00
PropArriveOn Green0.000.110.170.810.600.60
Unsig. Movement Delay
Ln Grp Delay, s/veh0.077.242.04.718.518.5
Ln Grp LOSEDABB
Approach Vol, veh/h30518901096
Approach Delay, s/veh77.215.518.5
Approach LOSEB
B
Timer:2345678
Assigned Phs1286
Case No1.28.09.04.0
PhsDuration (G+Y+Rc),s Change Period (Y+Rc), s31.6 5.596.2 5.522.3 5.5127.7 5.5
Max Green (Gmax), s49.561.522.5116.5
Max Allow Headway (MAH), s3.55.83.85.8
Max Q Clear (g_c+l1), s24.516.218.8
Green Ext Time (g_e), s1.527.9 11.30.621.4
1.00
Prob of Phs Call (p_c)1.001.001.00
Prob of Max Out (p_x)0.000.140.170.01
Left-Tum MovementData
Assigned Mvmt153
Mvmt Sat Flow,veh/h178101781
Through MovementData
Assigned Mvmt286
Mvmt Sat Flow, veh/h349603647
Right-Turn Movement Data
Assigned Mvmt121816
Mvmt Sat Flow, veh/h20731700
Left Lane GroupData
Assigned Mvmt15300000
Lane AssignmentL (Pr/Pm)L

A&R Engineering, Inc

Synchro11LightReport

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 3

Lanes in Grp10100000
Grp Vol (v), veh/h5510000000
Grp Sat Flow (s), veh/h/ln17810178100000
Q Serve Time (g_s), s22.50.00.00.00.00.00.00.0
Cycle Q Clear Time (g_c), s22.50.00.00.00.00.00.00.0
Perm LT Sat Flow (s_I), veh/h/ln5150178100000
Shared LT Sat Flow (s_sh), veh/h/ln00000000
Perm LT Eff Green (g_p), s92.70.00.00.00.00.00.00.0
Perm LT Serve Time (g_u), s64.80.00.00.00.00.00.00.0
Perm LT Q Serve Time (g_ps), s64.80.00.00.00.00.00.00.0
Time to First Blk (g_f), s0.090.70.00.00.00.00.00.0
Serve Time pre Blk (g_fs), s0.00.00.00.00.00.00.00.0
Prop LT Inside Lane (P_L)1.000.001.000.000.000.000.000.00
Lane Grp Cap (c), veh/h580019900000
V/C Ratio (X)0.950.000.000.000.000.000.000.00
Avail Cap (c_a), veh/h858026700000
Upstream Filter (l)1.000.000.000.000.000.000.000.00
Uniform Delay (d1), s/veh26.60.00.00.00.00.00.00.0
Incr Delay (d2), s/veh15.40.00.00.00.00.00.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh42.00.00.00.00.00.00.00.0
1st-Term Q (Q1), veh/ln19.60.00.00.00.00.00.00.0
2nd-Term Q (Q2), veh/ln2.50.00.00.00.00.00.00.0
3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBackofQFactor(f_B%)1.001.001.000.000.000.000.000.00
%ileBack of Q (50%), veh/ln22.10.00.00.00.00.00.00.0
%ileStorage Ratio(RQ%)1.840.000.000.000.000.000.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe),veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Middle Lane Group Data
Assigned Mvmt02800600
Lane AssignmentTT
Lanes in Grp01000200
Grp Vol (v), veh/h0539000133900
Grp Sat Flow (s), veh/h/ln01777000177700
Q Serve Time (g_s), s0.025.90.00.00.016.80.00.0
Cycle Q Clear Time (g_c), s0.025.90.00.00.016.80.00.0
Lane Grp Cap (c), veh/h01074000289600
V/C Ratio (X)0.000.500.000.000.000.460.000.00
Avail Cap (c_a), veh/h01074000289600
Upstream Filter (l)0.001.000.000.000.001.000.000.00
Uniform Delay (d1), s/veh0.016.80.00.00.04.10.00.0
Incr Delay (d2), s/veh0.01.70.00.00.00.50.00.0
Initial Q Delay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh0.018.50.00.00.04.70.00.0
1st-Term Q (Q1), veh/ln0.010.00.00.00.04.40.00.0
2nd-Term Q (Q2), veh/ln0.00.50.00.00.00.20.00.0

A&R Engineering, Inc

25-196 Res Dev at Old Horseshoe Bend Rd and Ernest Barrett Pkwy - Cobb County, GARage 4

3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBackofQFactor(f_B%)0.001.001.000.000.001.000.000.00
%ile Back of Q (50%), veh/ln0.010.50.00.00.04.70.00.0
%ileStorageRatio(RQ%)0.000.090.000.000.000.240.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe),veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.00.00.0
Sat Cap (cs), veh/h00000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
Right Lane Group Data
Assigned Mvmt01218001600
Lane AssignmentT+RR
Lanes in Grp01200000
Grp Vol (v), veh/h055730500000
Grp Sat Flow (s), veh/h/ln01833158500000
Q Serve Time (g_s), s0.025.914.20.00.00.00.00.0
Cycle Q Clear Time (g_c), s0.025.914.20.00.00.00.00.0
Prot RT Sat Flow (s_R), veh/h/ln0.00.00.00.00.00.00.00.0
Prot RT Eff Green(g_R),s0.00.00.00.00.00.00.00.0
Prop RT Outside Lane (P_R)0.000.111.000.000.000.000.000.00
Lane Grp Cap (c), veh/h0110835400000
V/C Ratio (X)0.000.500.860.000.000.000.000.00
Avail Cap (c_a), veh/h0110847600000
Upstream Filter (l)0.001.001.000.000.000.000.000.00
Uniform Delay(d1), s/veh0.016.865.50.00.00.00.00.0
Incr Delay (d2), s/veh0.01.611.70.00.00.00.00.0
Initial QDelay (d3), s/veh0.00.00.00.00.00.00.00.0
Control Delay (d), s/veh0.018.577.20.00.00.00.00.0
1st-Term Q (Q1), veh/ln0.010.35.70.00.00.00.00.0
2nd-Tem Q (Q2), veh/ln0.00.50.60.00.00.00.00.0
3rd-Term Q (Q3), veh/ln0.00.00.00.00.00.00.00.0
%ileBack of QFactor (f_B%)0.001.001.000.000.001.000.000.00
%ile Back of Q (50%), veh/ln0.010.86.30.00.00.00.00.0
%ile Storage Ratio (RQ%)0.000.100.350.000.000.000.000.00
Initial Q (Qb), veh0.00.00.00.00.00.00.00.0
Final (Residual) Q (Qe), veh0.00.00.00.00.00.00.00.0
Sat Delay (ds), s/veh0.00.00.00.00.00.00.00.0
Sat Q (Qs), veh0.00.00.00.00.00.0 00.0 00.0
Sat Cap (cs), veh/h000000
Initial Q Clear Time (tc), h0.00.00.00.00.00.00.00.0
IntersectionSummary
HCM 6th Ctrl Delay, s/veh22.2
HCM6thLOSC
Notes

Userapprovedvolumebalancingamongthelanesforturningmovement.

User approved ignoring U-Turning movement.

TRAFFIC VOLuME WOrKSHEEtS

A&R Engineering

November 2025

TrafficVolumes

1.ErnestW.B.Pkwy@Macedonia

A.M.Peak Hour

0
5771589
511110521
00
168
964281002
1327
94019593972
=
33
94868868
000
72212%5741
1541150157
Growth Factor (%):No-Build 2027Volumes:Total NewTrips:Future2027TrafficVolumes:

P.M. Peak Hour

0
2742793282
1259
0
212032
686191028
65259
9331299
0
88
17071741J1757
00
120511229161245
50215120512
06
Existing 2025 Traffic Counts:Growth Factor(%):No-Build 2027Volumes:Total New Trips:Future2027TrafficVolumes:

A&R Engineering November 2025

TrafficVolumes

2.ErnestW.B.Pkwy @MedianBrk

A.M.PeakHour

0

0
00
0
2989
96419833986
0
303
0829
000
1701281813
0
Existing 2025 Traffic Counts: ConditionGrowth Factor(%):No-Build 2027Volumes:Total NewTrips:Future 2027TrafficVolumes:

P.M. Peak Hour

0
0
1590468978
1315171358
M1331N
1010102
Existing 2025 Traffic Counts:Growth Factor(%):No-Build 2027Volumes:Total NewTrips:Future2027TrafficVolumes:

A&R Engineering

November 2025

TrafficVolumes q - na s Pe p g as e aa s er

A.M.Peak Hour

0
02525
000
0
0
0
15984
00
18
7889813
0099
788100
0
=
Existing 2025 Traffic Counts: ConditionTotal NewTrips:Future 2027TrafficVolumes:

P.M. Peak Hour

o
01717
B
o
0
961208
0
L9618998
0O
0
1368
00227
13151134101341
0
GrowthFactor(%):No-Build 2027Volumes:Total NewTrips: